SZCQ139905 Geotechnical Data Report.pdf

Geotechnical Data Report KC-46A Airfield Pavements and Hydrant Systems

Newington, New Hampshire May 23, 2014

Project No. J1145106

Prepared for:

Pond and Company Norcross, Georgia

Prepared by:

Terracon Consultants, Inc.

Manchester, New Hampshire

Terracon Consul tants, Inc. 77 Sundia l Avenue, Sui te 401W Manchester , NH 03103 P (603) 647 9700 F (603) 647 4432 terracon.com

Pond and Company 3500 Parkway Lane, Suite 600 Norcross, GA 30092

Attn: Mr. Tim Fredlund, P.E.

P: (404) 748 4791 ext. 127 E: fredlundt@pondco.com

Re: Geotechnical Data Report KC-47A Airfield Pavements and Hydrant Systems Newington, New Hampshire Terracon Project No: J1145106

Dear Mr. Fredlund:

Terracon Consultants, Inc. (Terracon) has completed the geotechnical services for the above-referenced project. Services were performed in general accordance with our proposal PJ1130185 revised February 20, 2014 with Pond and Company (client). This Geotechnical Data Report presents the results of the subsurface exploration and laboratory analysis for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Wendell A. Shedd Ryan R. Roy, P.E.

Department Manager Senior Principal/NE Division Manager

/pdc pdcameron ryan sig clear

TABLE OF CONTENTS

INTRODUCTION .............................................................................................................1 1.0 PROJECT INFORMATION .............................................................................................1 2.0 SUBSURFACE CONDITIONS ........................................................................................2 3.0

Typical Subsurface Profile ...................................................................................2 3.1 Groundwater ........................................................................................................2 3.2 Soils Laboratory Data ..........................................................................................2 3.3 Environmental Laboratory Data ............................................................................3 3.4

GENERAL COMMENTS .................................................................................................3 4.0

APPENDIX A – FIELD EXPLORATION

Exhibit A-1: Site Location Map Exhibit A-2: Boring Location Plan Exhibit A-3: Field Exploration Description Exhibits A-4 to A-13: Boring Logs

APPENDIX B –LABORATORY DATA

Exhibit B-1: Laboratory Testing Exhibit B-2: Grain Size Analysis Exhibit B-3 Environmental Laboratory Data

APPENDIX C – SUPPORTING DOCUMENTS

Exhibit C-1: General Notes Exhibit C-2: Unified Soil Classification

Responsive Resourceful Reliable 1

GEOTECHNICAL DATA REPORT

KC-47A AIRFIELD PAVEMENTS AND HYDRANT SYSTEMS

NEWINGTON, NEW HAMPSHIRE

Terracon Project No. J1145106

INTRODUCTION 1.0

This report presents the results of our geotechnical services performed for the proposed taxiways, aprons and hydrant systems at the New Hampshire Air National Guard facility in Newington, New Hampshire. The purpose of our services is to provide geotechnical data for the design and construction of these systems and to provide limited environmental soil classification to determine potential soil management issues during construction.

Our geotechnical engineering scope of services included advancing ten test borings, designated B-1 through B-10, to depths ranging from approximately 6 to 10 feet below the existing ground surface within the areas of proposed pavement improvements and hydrant system components. A Site Location Map and a Boring Location Plan are included in Appendix A as Exhibits A-1 and A-2, respectively. Logs of the test borings are also included in Appendix A. Laboratory Data is included in Appendix B.

PROJECT INFORMATION 2.0

Site Location and Description

Item Description

Location New Hampshire Air National Guard (NH ANG) facility at the former Pease Air Base in Newington, New Hampshire.

Existing improvements Concrete and asphalt-paved aircraft apron and taxiway.

Current ground cover Concrete and asphalt pavements and grassed areas

Existing topography Near level

Proposed construction Reconstruction and limited improvements to the existing concrete aprons and asphalt taxiways, as well as the hydrant systems.

Grading Minor cuts and fill (less than 1 foot) are expected for improvements.

KC-47A Airfield Pavements and Hydrant Systems Newington, New Hampshire May 23, 2014 Terracon Project No. J1145106

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SUBSURFACE CONDITIONS 3.0

3.1 Typical Subsurface Profile

Based on the results of the borings, subsurface conditions can be generalized as follows:

Description Approximate Depth to Bottom of Stratum (feet) Material Encountered Consistency/

Relative Density

Fill 2.0 to >10.0 Silty Sand to Poorly Graded Sand, trace to with gravel, with silt, brown to light brown

Medium Dense to Very Dense

Glaciofluvial >6.0 Poorly-Graded Sand with silt yellowish-brown. (SP-SM) Medium Dense to

Dense

Soil samples were field screened for volatile organic compounds (VOCs) with a photoionization detector (PID). None of the soil samples screened had VOC levels above detection limits.

Visual soil classifications and conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate locations of changes in soil types; in-situ, the transition between materials may be gradual. Details of each boring can be found on the boring logs in Appendix A. A discussion of field sampling procedures is included in Appendix A.

3.2 Groundwater

The boreholes were observed during drilling for the presence and level of groundwater.

Groundwater was not observed in the borings within the depths of drilling. Groundwater level fluctuations occur because of seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

3.3 Soils Laboratory Data

Soil samples were obtained from the boring locations and returned to our Manchester, New Hampshire office for further laboratory testing. A summary of subbase laboratory results and measured pavement thicknesses is provided in the following table.

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Exploration Sample Depth (feet)

Pavement Thickness (inches)

Gravel Content

Sand Content

Silt Content

Moisture Content

B-1 2 to 4 3.0 31 56 13.0 4.6

B-2 0.5 to 2 3.75 9 82 8.8 6.8 B-3 2 to 4 4.0 55 35 9.7 5.9

B-4 0.5 to 2 12.0* 0 88 11.7 3.7

B-5 2 to 4 none 5 81 13.7 3.6 B-6 1 to 2 12.0* 9 84 7.2 2.7

B-7 4 to 6 14.0* 8 86 6.4 2.6

B-8 0.5 to 2 4.0 26 62 12.1 9.5 B-9 4 to 6 3.25 0 95 4.9 7.5

B-10 2 to 4 3.25 0 94 5.5 2.5 Note: Pavement thicknesses recorded to the nearest ¼ inch. * indicates Portland cement concrete pavement.

Complete laboratory test results can be found in Appendix B. A discussion of laboratory testing procedures is included in Appendix B.

3.4 Environmental Laboratory Data

Five soil samples were submitted for analysis to Chemserve, Inc. of Milford, New Hampshire.

The soil samples were submitted for laboratory analysis of total petroleum hydrocarbons (TPH) within the jet fuel range. TPH results for all submitted samples were found to be below the detection limits of the method and therefore would be below New Hampshire Department of Environmental Services (NHDES) Soil Remediation Standards (SRS). A copy of the laboratory analytical report is included in Appendix B.

GENERAL COMMENTS 4.0

This report does not reflect variations that may occur between explorations, across the site, or because of the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions except for the collection of soil samples for TPH analysis. If the owner is concerned about the potential for contamination or pollution, other studies should be undertaken.

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This report has been prepared for the exclusive use of our client for specific application to the project discussed and prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others.

Appendix A Field Exploration

A-2

WAS

MCR

WAS

1" = 200' Drawn By:

Checked By:

Approved By:

Project Mngr:

File No.

Date:

Scale:

Project No. EXHIBIT

LJD

Prepared For:

Pond & Company

J1145106.dwg 77 Sundial Ave. Manchester, NH 03103 PH. (603)647-9700 FAX (603) 647-4432May 2014

B-1

J1145106

PEASE ANG IMPROVEMENTS

320 NEWMARKET STREET

NEWINGTON, NEW HAMPSHIRE

B-3

B-2

B-1

B-5

B-8

B-6 B-9

B-4

B-10

B-7

Responsive Resourceful Reliable Exhibit A-3

Field Exploration Description

Ten borings (B-1 through B-10) were drilled to depths ranging from approximately 6.0 to 10.0 feet below the ground surface at the site on March 17 and 18, 2014. Explorations were advanced at the approximate locations shown on the attached Boring Location Plan (Exhibit A- 2). Northern Test Boring of Gorham, Maine advanced the test borings using an all-terrain-vehicle-mounted drill rig utilizing 3¼-inch-inside-diameter hollow-stem augers. Borings were located in the field by line-of-sight referencing existing site features. The accuracy of boring locations should only be assumed to the level implied by the method used to define them.

Generally, samples were obtained nearly continuously using a standard 2-inch-outside-diameter split-barrel sampler. Standard Penetration Tests (SPTs) were performed in general accordance with industry standards. Density of soil samples are based on N-values, which is determined by the number of hammer blows required to drive the sampler from 6 to 18 inches.

An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count (N) value by increasing the penetration per hammer blow over what would obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report.

Soil samples were checked utilizing headspace screening with a photo ionization detector (PID) to assess potential soil management issues during construction.

Groundwater conditions were measured in each boring at the time of drilling. Visual classification of soils and observed groundwater (if applicable) levels are shown on test boring logs included in Appendix A.

0.3

6.0

3-inches asphalt pavement FILL - SILTY SAND , trace gravel, light brown, medium dense to dense

Boring Terminated at 6 Feet

15-17-21-21 N=38

12-12-15-17 N=27

12-15-12-10 N=27

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

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L O

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N O

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S M

A R

T L

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-N O

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J

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J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

3.25" Hollow stem augers

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/17/2014

BORING LOG NO. B-1

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/17/2014

Exhibit: A-4

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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No free water observed

WATER LEVEL OBSERVATIONS

3.0

6.0

3.75-inches asphalt pavement FILL - POORLY GRADED SAND , with silt, light brown, dense

FILL - POORLY GRADED SAND , trace gravel and silt, light brown, medium dense to dense

Boring Terminated at 6 Feet

12-16-18-16 N=34

12-15-16-12 N=31

19-15-14-11 N=29

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

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IN

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L O

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N O

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IN

A

L R

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O R

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S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/17/2014

BORING LOG NO. B-2

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/17/2014

Exhibit: A-5

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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8.7

4-inches asphalt pavement FILL - WELL GRADED GRAVEL WITH SAND , brown, very dense

FILL - SILTY SAND , with gravel, brown, medium dense to very dense

Boring Terminated at 8.7 Feet

31-36-53-51 N=89

51-57-43-41 N=100

9-11-14-17 N=25

19-50/1" N=50+

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

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IN

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L O

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IS

N O

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IN

A

L R

E P

O R

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S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/17/2014

BORING LOG NO. B-3

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/17/2014

Exhibit: A-6

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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1.0

2.0

6.0

12-inch concrete

FILL - WELL GRADED SAND WITH SILT , light brown, dense

FILL - POORLY GRADED SAND , trace silt, light brown, medium dense

Boring Terminated at 6 Feet

21-21-22-17 N=43

9-10-9-9 N=19

10-7-11-11 N=18

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

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IN

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L O

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N O

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A

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A R

T L

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-N O

W E

LL

J

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J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/17/2014

BORING LOG NO. B-4

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/17/2014

Exhibit: A-7

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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10.0

12-inches topsoil

FILL - SILTY SAND , trace gravel, brown to light brown, very dense to dense

Boring Terminated at 10 Feet

19-24-31-31 N=55

18-18-16-16 N=34

9-15-21-21 N=36

20-21-23-21 N=44

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

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IF

S E

P A

R A

T E

D F

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M O

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IG

IN

A

L R

E P

O R

O

S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/18/2014

BORING LOG NO. B-5

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/18/2014

Exhibit: A-8

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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12-inches concrete

FILL - POORLY GRADED SAND , with silt, brown, dense

Boring Terminated at 6 Feet

22-22-21-24 N=43

17-14-21-22 N=35

14-17-17-19 N=34

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

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B

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IN

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L O

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N O

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A

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P A

R A

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D F

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IN

A

L R

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O R

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S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/17/2014

BORING LOG NO. B-6

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/17/2014

Exhibit: A-9

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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1.2

3.0

6.0

14-inches concrete

FILL - SILTY SAND , trace gravel, brown, very dense

FILL - POORLY GRADED SAND WITH SILT , trace gravel, light brown, dense to very dense

Boring Terminated at 6 Feet

32-50/3" N=50+

21-27-25-19 N=52

15-14-16-21 N=30

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

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B

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IN

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L O

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N O

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A

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O R

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S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/17/2014

BORING LOG NO. B-7

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/17/2014

Exhibit: A-10

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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2.5

6.0

4-inches asphalt pavement FILL - WELL GRADED SAND WITH SILT , trace gravel, brown, very dense

FILL - POORLY GRADED SAND WITH SILT , trace silt, light brown, very dense

Boring Terminated at 6 Feet

19-23-31-32 N=54

20-23-34-41 N=57

46-37-21-21 N=58

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

O R

IN

G

L O

G

IS

N O

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A

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P A

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A

L R

E P

O R

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S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/18/2014

BORING LOG NO. B-8

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/18/2014

Exhibit: A-11

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

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6.0

3.25-inches asphalt pavement FILL - SILTY SAND , with gravel, brown, very dense

FILL - POORLY GRADED SAND , trace gravel, light brown, dense

Boring Terminated at 6 Feet

53-25-37-21 N=62

16-17-19-19 N=36

10-15-15-17 N=30

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

O R

IN

G

L O

G

IS

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A

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D

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S E

P A

R A

T E

D F

R O

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A

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Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/18/2014

BORING LOG NO. B-9

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/18/2014

Exhibit: A-12

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

F

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6.0

3.25-inches asphalt pavement FILL - SILTY SAND , with gravel, brown, dense

POORLY GRADED SAND WITH SILT (SP-SM), yellowish-brown, medium dense to dense, (GLACIOFLUVIAL/OUTWASH)

Boring Terminated at 6 Feet

9-15-21-18 N=36

15-19-19-26 N=38

9-10-15-17 N=25

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

DEPTH

G R

A P

H

IC

L O

G See Exhibit A-2

T H

IS

B

O R

IN

G

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G

IS

N O

T V

A

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D

IF

S E

P A

R A

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D F

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A

L R

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O R

O

S M

A R

T L

O G

-N O

W E

LL

J

.G P

J

Pease Air National Guard Newington, New Hampshire

SITE:

Advancement Method:

Abandonment Method:

Borings backfilled with soil cuttings and sand upon completion.

77 Sundial Ave., Suite 401W Manchester, New Hampshire

Notes:

Project No.: J1145106

Drill Rig: D-50

Boring Started: 3/18/2014

BORING LOG NO. B-10

Pond & CompanyCLIENT:

Driller: Mike

Boring Completed: 3/18/2014

Exhibit: A-13

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: KG-46A Airfield Pavements & Hydrant System

F

IE

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E S

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U

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S

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F t.)

S A

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Appendix B Laboratory Testing

Responsive Resourceful Reliable Exhibit B-1

Laboratory Testing Description

Particle size analysis (ASTM D422) and water content (ASTM D4959) tests were performed on representative samples of subgrade soils recovered from test boring cuttings, where possible.

Atterberg Limits tests (ASTM D4318) were not performed on retrieved soil samples because of the non-plastic character of the underlying soils. Test results are included in this Appendix.

As part of the testing program, samples were examined in our laboratory and classified in accordance with the General Notes and the Unified Soil Classification System (USCS) based on the material's texture and plasticity. The USCS group symbol is shown on the boring logs, and a brief description of the USCS is included with this report in Appendix C.

Five soil samples were submitted for analysis to Chemserve, Inc. of Milford, New Hampshire.

The soil samples were submitted under proper chain-of-custody for laboratory analysis of total petroleum hydrocarbons (TPH) within the jet fuel range.

ASTM TEST METHODS: Soil; D422, D1140 Concrete Aggregate; C136, C117

% Cobbles Coarse Medium Fine 10 27 63 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 56 USCS Classification: SILTY SAND trace gravel, Light Brown (SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

50.0 2" 0.00

37.5 1.5" 0.00

25.0 1" 0 100 0.00

19.0 3/4" 29.51 91 0.00

12.5 1/2" 62.48 80 0.00

9.5 3/8" 77.87 75 0.00

4.75 #4 97.45 69 0.00

2.00 #10 114.81 63

0.85 #20 132.88 58

0.425 #40 161.58 49

0.250 #60 202.34 36

0.150 #100 244.66 22

0.075 #200 272.01 13

Total Dry Wt. 314.29 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0001

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-1, S-2 Sampled from: 2' to 4' BGS

77 Sundial Avenue Remarks: Wn= 4.6% Manchester, NH 03103

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

31 13

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

N

ER

7 26 67 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 82 USCS Classification: POORLY GRADED SAND with silt, Light Brown (SP-SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.09 50.0 2" 0.00 D30= 0.21 37.5 1.5" 0.00 D60= 0.40 25.0 1" 0.00

19.0 3/4" 0 100 0.00

12.5 1/2" 9.88 96 0.00

9.5 3/8" 14.60 95 0.00

4.75 #4 25.15 91 0.00

2.00 #10 40.58 85

0.85 #20 60.33 78

0.425 #40 100.80 64

0.250 #60 174.64 37

0.150 #100 233.30 16

0.075 #200 254.21 8.8

Total Dry Wt. 278.82 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0002

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-2, S-1 Sampled from: 0.5 to 2' BGS

77 Sundial Avenue Remarks: Wn= 6.8% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

9 8.8

1.3 4.6

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

35 37 28 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 35 USCS Classification: WELL-GRADED GRAVEL with sand, Light Brown (GW-GM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.08 50.0 2" 0.00 D30= 1.56 37.5 1.5" 0.00 D60= 9.70 25.0 1" 0 100 0.00

19.0 3/4" 55.70 84 0.00

12.5 1/2" 102.82 70 0.00

9.5 3/8" 139.16 59 0.00

4.75 #4 188.42 45 0.00

2.00 #10 230.93 33

0.85 #20 254.37 26

0.425 #40 275.01 20

0.250 #60 289.23 15

0.150 #100 299.71 12

0.075 #200 309.11 9.7

Total Dry Wt. 342.26 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0003

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-3, S-2 Sampled from: 2' to 4' BGS

77 Sundial Avenue Remarks: Wn= 5.9% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

55 9.7

3.0 116.4

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

3 49 48 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 88 USCS Classification: WELL-GRADED SAND with silt, Light Brown (SW-SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.07 50.0 2" 0.00 D30= 0.23 37.5 1.5" 0.00 D60= 0.51 25.0 1" 0.00

19.0 3/4" 0.00

12.5 1/2" 0.00

9.5 3/8" 0.00

4.75 #4 0 100 0.00

2.00 #10 7.55 97

0.85 #20 45.22 83

0.425 #40 122.96 54

0.250 #60 181.99 32

0.150 #100 217.34 19

0.075 #200 237.93 12

Total Dry Wt. 269.50 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0004

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-4, S-1 Sampled from: 1' to 2' BGS

77 Sundial Avenue Remarks: Wn= 3.7% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

0 11.7

1.6 7.7

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

5 24 71 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 81 USCS Classification: SILTY SAND, Light Brown (SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

50.0 2" 0.00

37.5 1.5" 0.00

25.0 1" 0.00

19.0 3/4" 0.00

12.5 1/2" 0 100 0.00

9.5 3/8" 5.30 98 0.00

4.75 #4 13.58 95 0.00

2.00 #10 24.84 90

0.85 #20 35.36 86

0.425 #40 75.38 71

0.250 #60 146.93 43

0.150 #100 194.75 25

0.075 #200 224.14 14

Total Dry Wt. 259.83 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0005

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-5, S-2 Sampled from: 2' to 4' BGS

77 Sundial Avenue Remarks: Wn= 3.6% Manchester, NH 03103

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

5 13.7

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

6 37 57 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 84 USCS Classification: POORLY GRADED SAND with silt, Light Brown (SP-SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.10 50.0 2" 0.00 D30= 0.25 37.5 1.5" 0.00 D60= 0.51 25.0 1" 0 100 0.00

19.0 3/4" 16.66 96 0.00

12.5 1/2" 0.00

9.5 3/8" 22.68 94 0.00

4.75 #4 32.21 91 0.00

2.00 #10 50.63 86

0.85 #20 85.69 77

0.425 #40 166.40 56

0.250 #60 259.25 31

0.150 #100 320.95 14

0.075 #200 347.57 7.2

Total Dry Wt. 374.46 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0006

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-6, S-1 Sampled from: 1' to 2' BGS

77 Sundial Avenue Remarks: Wn= 2.7% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

9 7.2

1.1 4.9

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

2 59 38 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 86 USCS Classification: POORLY GRADED SAND with silt, Light Brown (SP-SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.15 50.0 2" 0.00 D30= 0.35 37.5 1.5" 0.00 D60= 0.62 25.0 1" 0 100 0.00

19.0 3/4" 14.64 95 0.00

12.5 1/2" 21.61 93 0.00

9.5 3/8" 0.00

4.75 #4 23.72 92 0.00

2.00 #10 29.76 90

0.85 #20 50.37 83

0.425 #40 184.58 39

0.250 #60 253.05 17

0.150 #100 274.22 10

0.075 #200 284.97 6.4

Total Dry Wt. 304.40 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0007

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-7, S-3 Sampled from: 4' to 6' BGS

77 Sundial Avenue Remarks: Wn= 2.6% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

8 6.4

1.3 4.1

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

19 46 35 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 62 USCS Classification: WELL-GRADED SAND with silt, Brown (SW-SC)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

50.0 2" 0.00

37.5 1.5" 0.00

25.0 1" 0 100 0.00

19.0 3/4" 8.59 98 0.00

12.5 1/2" 48.58 87 0.00

9.5 3/8" 65.61 83 0.00

4.75 #4 98.24 74 0.00

2.00 #10 143.53 62

0.85 #20 192.15 50

0.425 #40 253.44 34

0.250 #60 291.96 24

0.150 #100 316.67 17

0.075 #200 336.23 12

Total Dry Wt. 382.42 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0008

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-8, S-1 Sampled from: 0.5' to 2' BGS

77 Sundial Avenue Remarks: Wn= 9.5% Manchester, NH 03103

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

26 12.1

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

1 13 87 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 95 USCS Classification: POORLY GRADED SAND, Light Brown (SP)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.11 50.0 2" 0.00 D30= 0.20 37.5 1.5" 0.00 D60= 0.31 25.0 1" 0.00

19.0 3/4" 0.00

12.5 1/2" 0.00

9.5 3/8" 0 100 0.00

4.75 #4 1.45 100 0.00

2.00 #10 3.28 99

0.85 #20 6.89 98

0.425 #40 45.54 87

0.250 #60 196.16 44

0.150 #100 298.75 15

0.075 #200 335.90 4.9

Total Dry Wt. 353.23 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0009

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-9, S-3 Sampled from: 4' to 6' BGS

77 Sundial Avenue Remarks: Wn= 7.5% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

0 4.9

1.1 2.8

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

0 15 85 Silt (>0.002mm) Clay (<0.002mm)

0 % Sand 94 USCS Classification: POORLY GRADED SAND with silt, Light Brown (SP-SM)

Sieve Size U.S. Sieve Size Cumulative % Passing Specification

(mm) (in.) Retained (g) (Total Sample) Minimum Maximum lbs.

200.0 8" 0.00

152.4 6" 0.00

90.0 3.5" 0.00

76.2 3" 0.00

63.0 2.5" 0.00

D10= 0.11 50.0 2" 0.00 D30= 0.22 37.5 1.5" 0.00 D60= 0.33 25.0 1" 0.00

19.0 3/4" 0.00

12.5 1/2" 0.00

9.5 3/8" 0.00

4.75 #4 0 100 0.00

2.00 #10 0.02 100

0.85 #20 0.51 100

0.425 #40 38.76 86

0.250 #60 173.21 37

0.150 #100 233.72 15

0.075 #200 258.33 5.5

Total Dry Wt. 273.49 g

Project: Pease ANG Improvements Project No.: J1145106 Report #: J1145106.0010

Location: Newington, NH Specification: None provided Date: 03/21/14 Source: B-10, S-2 Sampled from: 2' to 4' BGS

77 Sundial Avenue Remarks: Wn= 2.5% Manchester, NH 03103 Cc= Cu =

(603) 647-9700 fax: (603) 647-4432 Tested By: Dan Savage Date:

www.terracon.com Reviewed By: Date:

ASTM C136GSP1, Rev. 4

GRAIN SIZE DISTRIBUTION TEST REPORT

% Gravel % Fines

0 5.5

1.3 3.0

Particle Diameters (mm)

03/21/14

8 5 3.

2.

2 1.

1 3/

1/

3/

1/

#4 #1

#1

#2

#4

#6

#1

#2

0.

.0

1.

0.

0.

% Passing (Total Sample) Specification Minimum Specification Maximum

G

PE

R

C

EN

T

FI

317 Elm Street Milford, NH 03055

(603) 673-5440

Sales@chemservelab.com

Thursday, March 27, 2014

Fax (603) 673-0366

Wally Shedd

J1145106 Pease Refueling

Terracon Consultants Inc 77 Sundial Ave Suite 401W Manchester NH 03103

097712

Lab ID: 14030190Project Name:

Project #:

Control #:

Dear Wally Shedd

Enclosed please find the laboratory results for the above referenced samples that were received by the ChemServe sample custodian on the above referenced date. Any abnormalities to the samples upon receipt would be noted on the enclosed chain of custody document. This report is not valid without a completed chain of custody with the corresponding control number, attached.

All samples analyzed by ChemServe are subject to quality standards. These standards are as stringent or more stringent than those established under NELAC, 40 CFR Part 136, state certification programs, and corresponding methodologies. ChemServe has a written QA/QC Procedures Manual that outlines these standards, and is available for your reference, upon request. Unless otherwise stated on the Chain of Custody or within the report, all holding times, preservation techniques, container types, and analytical methods are analogous with those outl ined by NELAC. All units are based on “as received” weight unless denoted “dry”.

I certify that I have reviewed the above referenced analytical data and state forms, and I have found this report within compliance with the procedures outlined within NELAC. ChemServe’s certified parameter list can be found at http://www.chemservelab.com/Laboratory-Information-and-Documentation.aspx

Jay Chrystal - President/Laboratory Director

Date Received: 3/20/2014 Newington, NHProject Location:

Certificate Number 1008

(603) 673-5440 Sales@chemservelab.com

Terracon Consultants Inc

J1145106 Pease Refueling

Wally Shedd 77 Sundial Ave Suite 401W Manchester NH 03103

Date: 3/27/2014 Lab ID: 14030190

Project Name:

Project Number:

Control #: 097712

Newington, NHProject Location:

Lab ID: 14030190

Sample Receiving and Comment Summary Were samples submitted with a chain of custody? Yes Do all samples received match the chain of custody? Yes Were all samples received within applicable holding times? Yes Were all containers intact when received? Yes Was there evidence of cooling if required? Yes Were samples for volatile organic analysis free of headspace (per method)? N/A Was the cooler temperature recorded if applicable? Yes If the sample pH was not correct was it adjusted where applicable? Yes Were samples for dissolved metals already filtered by the client or field sampling? N/A Were Samples for O-phos filtered in the field? N/A

14030190-005 SW 3546

MethodSample

B-10, S-1 d=0'-2'

Analyst

PatrickC

Matrix

Solid no commentComment:

Client Identity

* Blank comment sections denote "No Comment"

(603) 673-5440 Sales@chemservelab.com

Terracon Consultants Inc

J1145106 Pease Refueling

Wally Shedd 77 Sundial Ave Suite 401W Manchester NH 03103

Date: 3/27/2014 Lab ID: 14030190

Project Name:

Project Number:

Control #:

Analytical Results

097712

Newington, NHProject Location:

14030190-001 In House Method

RDL

Parameter

Result

Sample Client Sample Identity B-1, S-3 d=4'-6' %

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time Analyzed

Start Date/Time Sampled: 3/17/2014 9:35:00 AM Composite End Date/Time:

CAS Number

Qualifier

Units

Total Solids 0.113/21/2014 98.1 %

14030190-001 SW 3546

B-1, S-3 d=4'-6'

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Extraction SW 3546 013/21/2014

14030190-001 SW 8015

B-1, S-3 d=4'-6' ug/kg dry Wt.

Dilution Factor

Analyst CalebH

Matrix Solid

Date/Time

Jet Fuel 33000327.53/26/2014 < 33000 ug/kg dry Wt.

14030190-002 In House

B-7, S-1 d=0'-2' %

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Start Date/Time Sampled: 3/17/2014 11:50:00 AM Composite End Date/Time:

Total Solids 0.113/21/2014 92.6 %

14030190-002 SW 3546

B-7, S-1 d=0'-2'

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Extraction SW 3546 013/21/2014

(603) 673-5440 Sales@chemservelab.com

14030190-002 SW 8015

B-7, S-1 d=0'-2' ug/kg dry Wt.

Dilution Factor

Analyst CalebH

Matrix Solid

Date/Time

Jet Fuel 36000330.83/26/2014 < 36000 ug/kg dry Wt.

14030190-003 In House

B-6, S-2 d=2'-4' %

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Start Date/Time Sampled: 3/17/2014 11:15:00 AM Composite End Date/Time:

Total Solids 0.113/21/2014 98.7 %

14030190-003 SW 3546

B-6, S-2 d=2'-4'

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Extraction SW 3546 013/21/2014

14030190-003 SW 8015

B-6, S-2 d=2'-4' ug/kg dry Wt.

Dilution Factor

Analyst CalebH

Matrix Solid

Date/Time

Jet Fuel 33000327.53/26/2014 < 33000 ug/kg dry Wt.

14030190-004 In House

B-5, S-4 d=8'-10' %

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Start Date/Time Sampled: 3/18/2014 9:30:00 AM Composite End Date/Time:

Total Solids 0.113/21/2014 97.2 %

14030190-004 SW 3546

B-5, S-4 d=8'-10'

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Extraction SW 3546 013/21/2014

(603) 673-5440 Sales@chemservelab.com

14030190-004 SW 8015

B-5, S-4 d=8'-10' ug/kg dry Wt.

Dilution Factor

Analyst CalebH

Matrix Solid

Date/Time

Jet Fuel 34000328.63/26/2014 < 34000 ug/kg dry Wt.

14030190-005 In House

B-10, S-1 d=0'-2' %

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Start Date/Time Sampled: 3/18/2014 10:40:00 AM Composite End Date/Time:

Total Solids 0.113/21/2014 90.8 %

14030190-005 SW 3546

B-10, S-1 d=0'-2'

Dilution Factor

Analyst PatrickC

Matrix Solid

Date/Time

Extraction SW 3546 013/21/2014

14030190-005 SW 8015

B-10, S-1 d=0'-2' ug/kg dry Wt.

Dilution Factor

Analyst CalebH

Matrix Solid

Date/Time

Jet Fuel 36000324.43/26/2014 < 36000 ug/kg dry Wt.

B- B1- B2- G- H- J-

LH-

LL-

MH-

ML-

NC-

R-

RO-

SH-

SL-

TNTC-

U- V-

Qualifier:

Method blank contaminated with target analyte.

BOD had total oxygen loss. Result reported as ">"the highest dilution.

BOD had no oxygen loss. Result reported as "<" the lowest dilution.

Reporting limit elevated due to matrix interference.

Method prescribed holding time exceeded.

Indicates an estimated value. Value is less than the quantitation limit.

Laboratory control spike(s) was high. Results may be biased high.

Laboratory control spike(s) was low. Results may be biased low.

Matrix spike recovery high due to matrix. Results may be biased high.

Matrix spike recovery low due to matrix. Results may be biased low.

Spike recovery was not calculated due to the concentration of the analyte being >4 times the concentration of the spike added.

RPD outside acceptable recovery limits.

Sample received out of holding time.

Surrogate recovery high due to matrix Surrogate recovery low due to matrix Too numerous to count.

BOD/CBOD blank had an oxygen depletion greater than the suggested amount of 0.200.

Sample pH for volatile analysis was not <2 when checked at time of analysis.

Description:

Appendix C Supporting Documents

Trace With Modifier

Water Level After a Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

Trace With Modifier

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Consistency)

Loose

Very Stiff

Exhibit C-1

Standard Penetration or N-Value

Blows/Ft.

Ring Sampler Blows/Ft.

Ring Sampler Blows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

W A

T E

R L

E V

E L

Auger

Shelby Tube

Ring Sampler

Grab Sample

8 - 15

Split Spoon

Macro Core

Rock Core

PLASTICITY DESCRIPTION

Term

< 15 15 - 29 > 30

Descriptive Term(s) of other constituents

Water Initially Encountered

Water Level After a Specified Period of Time

Major Component of Sample

Percent of Dry Weight

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

S A

M P

L

IN

G

F

IE

L D

T E

S T

S

(HP)

(T)

(b/f)

(PID)

(OVA)

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term (Density)

Non-plastic Low Medium High

Boulders Cobbles Gravel Sand Silt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

Hand Penetrometer

Torvane

Standard Penetration Test (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

1 - 10 11 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other constituents

Percent of Dry Weight

< 5 5 - 12 > 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)

S T

R E

N G

T H

T E

R M

S Unconfined Compressive Strength, Qu, psf

4 - 8

GENERAL NOTES

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A

Soil Classification

Group

Symbol Group Name

B

Coarse Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils:

50% or more passes the No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI 7 and plots on or above “A” line

J CL Lean clay K,L,M PI 4 or plots below “A” line

J ML Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OL

Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M

Organic:

Liquid limit - oven dried

0.75 OH

Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K

If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name.

M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI 4 and plots on or above “A” line.

O PI 4 or plots below “A” line.

P PI plots on or above “A” line.

Q

PI plots below “A” line.